1. Seismic Design of Fatima Al Zahra Mosque
By: - Khattab Salawdeh
- Mohammad Oraib
- Mohannad Abdo
Under Supervision of: Dr.Abdulrazzaq Tuqan

2. Seismic Design of Fatima Al Zahra Mosque
Outline:
Just a reminder.
Models.
Checks.
Response spectra.
Design and detailing.
Shear wall design
Rapid visual screening.
Recommendations.
Conclusion.

3. Just a reminder
Fatima Al Zahra mosque is an old prominent landmark in Qaffen-Tulkarm city where engineering offices do not design for seismic loads.
This mosque, consists of a ground floor and a first floor with a total area of 476m2 (238m2 for each).
Structural elements will be designed as reinforced concrete members according to strength and serviceability criteria as specified in ACI 318, for seismic design IBC2012 code will be used.

4. Export to Revit ETABS Revit Model AutoCAD Drawing Verify it.
Physical Model
Analytical Model
Revit
Verify it.
ETABS

5. Revit Model
Exporting to ETABS …

6. Analytical 3D model in Revit.

7. ETABS Model

8. ETABS Model Checks Period Stress-Strain Compatibility Equilibrium

9. ETABS Model
RUN…

10. ETABS Model
Checks
Compatibility OK

11. ETABS Model Equilibrium TABLE: Base Reactions Load Case/Combo
Checks
Equilibrium
TABLE: Base Reactions
Load Case/Combo
FZ: ETABS
Manually
%difference kN
Dead
8449.9
8399
Live
2344.6
2349.4
0.0021
SID
2250
0.0017

12. ETABS Model Period Check (Rayleigh Method):
Checks
Period Check (Rayleigh Method):
Total Mass = 1090 tons (ETABS).
By Applying a 1kN/m2 force(Y-Direction): Max displacement for first and second floor are m and m respectively.
Thus, Tn = 2𝜋 𝑚 𝑖 𝑥 ( ∆ 𝑖 ) 𝐹 𝑖 𝑥 ∆ 𝑖 = 2𝜋 𝑥 ( ) 𝑥 ( ) 𝑥 (237.9 𝑥 ) =𝟎.𝟎𝟕𝟑 𝑺𝒆𝒄.
% Difference = − =4.12%....OK.

13. ETABS Model
Checks
Stress – Strain Check
Column Check

14. Seismic Design Using Response Spectrum
Site soil classification and seismic zone factor
- Site Classification -
- Zone Factor Z=1.5 -

15. Seismic Design SS = 2.5 x Z = 2.5 x 0.15 = 0.375
Determine SDS and SD1
SS = 2.5 x Z = 2.5 x 0.15 = 0.375
S1 = 1.25 x Z = 1.25 x 0.15 =
SMS = Fa x SS = 1 x = 0.375
SM1 = Fv x S1. = 1 x =
𝑺𝑫𝑺= 2 3 𝑆𝑀𝑆 x = SMS = 0.375
𝑺𝑫𝟏= 2 3 𝑆𝑀1x = SM1 =

16. Seismic Design
Risk Category
Risk Category

17. “Seismic Design Category: C”
Seismic design category is determined based on:
- Risk category
- Values of SDS and SD1.
“Seismic Design Category: C”

18. Seismic Design
Importance factor
See ASCE 7-10 Table 1.5-2, I = 1.25

19. Selection of structural system type
Seismic Design
Selection of structural system type
Bearing wall system: walls carrying gravity and lateral loads.
Building frame system: Frames carrying gravity loads, and shear walls take a lateral loads.
Moment resisting frame: Frames walls carrying gravity and lateral loads.

20. Determine Response modification factor (R)
Seismic Design
Determine Response modification factor (R)
Table ASCE10-7

21. Determine of Base shear using IBC2012
Seismic Design
Determine of Base shear using IBC2012
Define mass source
Define Load patterns
Seismic, ASCE10-7 Code
R = 5
I = 1.25
SDS = 0.375
SD1 =
- Seismic Loading -

22. Determine of Base shear using IBC2012
Seismic Design
Determine of Base shear using IBC2012
VEtabs = kN
Weight of opening = 230 kN
Wnet = 1710 – 230 = 894 kN
TS = SD1/SDS = /0.375 = 0.5 sec.
Ty = 0.07 Sec < 0.5 sec. So,
Cs = 𝑆 𝐷𝑆 𝑥𝐼.25 𝑅 = 𝑥 =
V = Cs x W = x ( ) =915 kN.
% Difference = 915− =2% 𝑂𝐾.
Tx = < 0.5 s

23. Response spectrum analysis using ETABS 2015
Seismic Design
Response spectrum analysis using ETABS 2015
SS = 3 x 0.375/2 =
S1 = 3 x /2 =
SDS = 0.375
SD1 =
- Response Spectrum Function Definition -

24. Define Response in X, and Y directions
Seismic Design
Define Response in X, and Y directions
U1 =
U2 = 735.5
X Scale up factor = 778/ = 1.27
- X – Direction -

25. Check for inelastic response displacement
Seismic Design
Check for inelastic response displacement
Δm = ∆Etabs*Cd/I < h/200 = 8.4/200 = m = 42 mm
TABLE: Diaphragm Center of Mass Displacements
Story
Diaphragm
Load Case/Combo UX
Uxm mm
Level_3 D2
RS-X Max
0.1
0.36
Level_2 D1
0.17
TABLE: Diaphragm Center of Mass Displacements
Story
Diaphragm
Load Case/Combo UX UY
Uym mm
Level_3 D2
RS-Y Max
0.1
0.36
Level_2 D1
0.17

26. Design and Detailing Check DIM Check Shear Reinforcement
Single Footing
Check DIM
Check Shear
Reinforcement
Check by SAP2000
-Compatibility
-Stress
-Moment and
reinforcement

27. Design and Detailing
Single Footing
- Detailing -

28. Design and Detailing DIM Reinforcement Check by ETABS -Displacement
Walls Footing
DIM
Reinforcement
Check by ETABS
-Displacement
-Stress
-Moment and
reinforcement

29. Design and Detailing
Walls Footing

30. Design and Detailing Rebar percentage = 1% Column
(Area of steel = 0.01 x 500 x 500 = 2500 mm2 ≡𝟖∅𝟐𝟎 )
S0 = 150 mm
- ETABS check -
- Detailing -

31. Design and Detailing 1.2D + 1.6L -Moment Additional requirement:
Beam
1.2D + 1.6L
-Moment Additional requirement:
-Shear M+ ≥ 𝐴𝑠− 3 → 239mm2
M- middle ) = M,max,face/5 → 176mm2
1.2D + L+ E
-Moment
-Shear
- Detailing -

32. Design and Detailing 𝑉𝑢 ≥ 𝑀𝑛 𝑙𝑛 +𝑉𝑢 𝑓𝑟𝑜𝑚 𝑔𝑟𝑎𝑣𝑖𝑡𝑦
Beam
𝑉𝑢 ≥ 𝑀𝑛 𝑙𝑛 +𝑉𝑢 𝑓𝑟𝑜𝑚 𝑔𝑟𝑎𝑣𝑖𝑡𝑦
Vu, gravity = 1.2D + L = 1.2* = kN
≥ =173 𝑘𝑁<𝟐𝟐𝟒 𝒌𝑵.
𝑉𝑠 = 𝐴𝑣∗𝑓𝑦∗𝑑 𝑆 = 156∗420∗450 𝑆∗ Then, S = 174.6mm use S = 150 mm.
𝑆≤ 𝑑 4 = =112.5𝑚𝑚 8 𝑑 𝑏 =8 𝑥 16=128𝑚𝑚 24 𝑑 𝑠 =24 𝑥 10=240𝑚𝑚 300𝑚𝑚 𝑤ℎ𝑖𝑐ℎ 𝑒𝑣𝑒𝑟 𝑖𝑠 𝑠𝑚𝑎𝑙𝑙𝑒𝑠𝑡
𝑻𝒉𝒖𝒔, 𝒖𝒔𝒆 𝑺=𝟏𝟏𝟐.𝟓𝒎𝒎 ≈𝟏𝟎𝟎 𝒎𝒎

33. Design and Detailing
Dome
Meridian forces ( 𝑁 ∅ )
Hoop forces( 𝑁 𝜃 )

34. Design and Detailing Dome - From own weight- - From Live load -
Ultimate 𝑵 ∅ = 𝟐𝟏.𝟎𝟑𝟔 𝒌𝑵 𝒎 C As minimum
Ultimate 𝑵 𝜽 = 𝟐𝟏.𝟎𝟑𝟔 𝒌𝑵 𝒎 T As minimum
- From SID Load -

35. Design and Detailing Shear Wall Since Fy = 420 MPa and db < 16 mm:
- ρhorizontal = 0.002
- ρvertical = L
Moment
As,min
D (mm)
# of bars
use
Wall-A
10.6
420.00
3801.6 12
33.6 34
Wall-B
6.6
172.00
2376.0
21.0 22
Wall-I
14.4
256.00
5184.0 14
33.7
Wall-1
12.7
456.00
4572.0
29.7 30
Wall-2
2.1
225.00
756.0
6.7 8
Wall-5
6.0
237.00
2160.0
19.1 20
IW A-C
4.6
300.00
1654.4
14.6 16
IW H-I

36. Design and Detailing
Check for ETABS

37. Design and Detailing Shear Wall 𝐀𝐥𝐥 𝐒.𝐖𝐬 𝐰𝐢𝐭𝐡 𝐀𝐬,𝐦𝐢𝐧=𝟐𝟏𝟑𝟑 mm2
%𝐝𝐢𝐟𝐟𝐞𝐫𝐞𝐧𝐜𝐞= 𝟐𝟏𝟔𝟎−𝟐𝟏𝟑𝟑 𝟐𝟏𝟑𝟑 =𝟏%

38. RVS
RVS
What is new ?
For the mosque

39. What is new?!
An “optional Level 2” Data Collection Form has been added.

40. What is new?!
The number of seismicity regions has been expanded from three to five.
Based on MCER ground motions (rather than the two-thirds of MCE ground motions)
Low.
Moderate.
Moderately High.
High.
Very High.
New

41. What is new?!
Screening buildings with additions is provided.

42. What is new?! Geologic hazards. Liquefaction. Landslide.
Surface Rupture.

43. What is new?! Pounding and adjacency are now considered.
Falling hazards from taller adjusting building.

44. What is new?!
Exterior Falling Hazards.

45. What is new?! Vertical and plan irregularities have been updated.
Moderate Vertical Irregularities:
Sloping Site.
In-Plane Setback.
Split Levels.
Sever Vertical Irregularities:
Weak and/or Soft Story.
Out-of-Plane Setback.
Short Colum.

46. What is new?! A minimum score has been included, F.Smin.
Probability of failure%: 𝑷= 𝟏 𝟏𝟎 𝒏
Where n: Final Score.

47. What is new?!
Soil Type CD Rather Than AB.

48. RVS For Mosque
SS = x 1.5 =
S1 = x 1.5 =

49. Concrete frame with unreinforced masonry- walls. Falling hazard.
Recommendations:
Concrete frame with unreinforced masonry-
walls.
Falling hazard.
F.S = 1.4 < 2.
Detailed Structural Evaluation is required.
Not-acceptable.
Probability of failure: 𝑷= 𝟏 𝟏𝟎 𝒏 = 𝟏 𝟏𝟎 𝟏.𝟒 =𝟒 %

50. Concrete shear wall building. F.S = 2.9 > 2. Acceptable building.
Recommendations:
Concrete shear wall building.
F.S = 2.9 > 2.
Acceptable building.
Probability of failure: 𝑷= 𝟏 𝟏𝟎 𝒏 = 𝟏 𝟏𝟎 𝟐.𝟗 =𝟎.𝟏𝟑 %

51. Recommendations Recommendations:
It is preferred to eliminate super dead load, by using false-ceiling (by the way we need false-ceiling for sound isolation).
Stone should be fixed with shear walls.
Provide a small, and BRACED water tank.
Non-structural elements should be fixed and designed.
It is preferred to provide Refuge.
It is NOT permitted at all to remove any of shear walls.
We need to develop our own RVS.

52. Conclusion {وَلا تَقْفُ مَا لَيْسَ لَكَ بِهِ عِلْمٌ}
{قُلْ إِنَّمَا أَعِظُكُمْ بِوَاحِدَةٍ أَنْ تَقُومُوا لِلَّهِ مَثْنَى}
{خَلَقَ السَّمَاوَاتِ بِغَيْرِ عَمَدٍ تَرَوْنَهَا}
Humility
Back-Up-System
Shear Walls

53. Quality!
{إن الذين آمنوا وعملوا الصالحات إنا لا نضيع أجر من أحسن عملاً}
Quality control is the first lesson in seismic design.
Be honest, be honest, and be honest.

54. Questions & Comments